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不同温度下改性聚氨酯混凝土单轴拉伸试验及本构关系

朱赫 黄方林 张爱品 冯帆 温伟斌

朱赫, 黄方林, 张爱品, 等. 不同温度下改性聚氨酯混凝土单轴拉伸试验及本构关系[J]. 复合材料学报, 2023, 40(8): 4659-4669. doi: 10.13801/j.cnki.fhclxb.20221123.001
引用本文: 朱赫, 黄方林, 张爱品, 等. 不同温度下改性聚氨酯混凝土单轴拉伸试验及本构关系[J]. 复合材料学报, 2023, 40(8): 4659-4669. doi: 10.13801/j.cnki.fhclxb.20221123.001
ZHU He, HUANG Fanglin, ZHANG Aipin, et al. Tensile properties and constitutive relation of modified polyurethane concrete at different temperatures[J]. Acta Materiae Compositae Sinica, 2023, 40(8): 4659-4669. doi: 10.13801/j.cnki.fhclxb.20221123.001
Citation: ZHU He, HUANG Fanglin, ZHANG Aipin, et al. Tensile properties and constitutive relation of modified polyurethane concrete at different temperatures[J]. Acta Materiae Compositae Sinica, 2023, 40(8): 4659-4669. doi: 10.13801/j.cnki.fhclxb.20221123.001

不同温度下改性聚氨酯混凝土单轴拉伸试验及本构关系

doi: 10.13801/j.cnki.fhclxb.20221123.001
基金项目: 湖南省自然科学基金项(2021 JJ40710);“中铁开投科技研究开发计划(2021-B类-04)”基金
详细信息
    通讯作者:

    温伟斌,博士,副教授,博士生导师,研究方向为力学中的数值计算方法和桥梁结构设计 E-mail: wenwbin@126.com

  • 中图分类号: U443.33;TB333

Tensile properties and constitutive relation of modified polyurethane concrete at different temperatures

Funds: Natural Science Foundation of Hunan Province (2021 JJ40710); Science and Technology Research and Development Plan of China Railway Development and Investment Group CO., LTD. (2021-Category B-04)
  • 摘要: 钢桥面铺装材料易受温度影响而产生破坏,其中拉伸破坏最为常见。改性聚氨酯混凝土是一种新型钢桥面铺装材料,为研究温度对其拉伸性能的影响,在−10℃、0℃、15℃、40℃和60℃这5组温度环境下分别进行单轴拉伸试验研究。为保证拉伸试验成功,率先设计并制作了两种拉伸试件(哑铃形试件、经圆弧过渡的哑铃形试件)。同时设计用于匹配试件的拉伸试验新型夹具,开展两种试件的对比试验。通过拉伸试验,测得该材料在单轴受拉时的应力-应变曲线,依据该曲线计算得到各拉伸性能指标。研究结果表明:使用经圆弧过渡的哑铃形试件与新夹具的组合方案的拉伸效果更优。新型夹具可通过增设螺栓约束夹具的变形,从而有效改善加载过程中试件的局部应力集中效应。随温度的升高,改性聚氨酯混凝土的抗拉强度、拉伸弹性模量均呈减小趋势;峰值应变、断裂能密度和拉压比均呈增大趋势。提出了各拉伸性能指标的温度相关计算式。构建适用于改性聚氨酯混凝土的单轴拉伸本构关系,计算与试验结果吻合良好,为该材料未来的工程应用提供参考。

     

  • 图  1  单轴拉伸试件尺寸图

    R—Radius of the arc transition zone; LS—Name of the tensile specimen

    Figure  1.  Size of uniaxial tensile specimen

    图  2  夹具变形示意图

    Figure  2.  Diagram of fixture deformation

    图  3  单轴拉伸试验试件

    Figure  3.  Uniaxial tensile experiment specimens

    图  4  恒温恒湿箱

    Figure  4.  Constant temperature box

    图  5  单轴拉伸试验装置

    p1, p2, p3—Strain gauge paste position

    Figure  5.  Uniaxial tensile experiment device

    图  6  部分改性聚氨酯混凝土试件断裂图

    Figure  6.  Fracture of some specimens for modified polyurethane concrete

    图  7  部分改性聚氨酯混凝土试件断裂面图

    Figure  7.  Fracture cross section of some specimens for modified polyurethane concrete

    图  8  改性聚氨酯混凝土抗拉强度与温度的关系

    T, T0—Test temperature and 15℃; ft, T, ${f_{t,{T_0}}} $—Axial tensile strength of modified polyurethane concrete at temperature T and T0; R2—Coefficient of determination; v2—Residual sum of squares

    Figure  8.  Relationship between tensile strength and temperature of modified polyurethane concrete

    图  9  改性聚氨酯混凝土峰值应变与温度的关系

    εt, T, ${\varepsilon _{t,{T_0}}} $—Peak strain of modified polyurethane concrete at temperature T and T0

    Figure  9.  Relationship between peak stress and temperature of modified polyurethane concrete

    图  10  改性聚氨酯混凝土拉伸弹性模量与温度的关系

    Et, T, ${E_{t,{T_0}}} $—Tensile elastic modulus of modified polyurethane concrete at temperature T and T0

    Figure  10.  Relationship between elastic modulus and temperature of modified polyurethane concrete

    图  11  温度对改性聚氨酯混凝土轴向拉伸应力-应变曲线的影响

    Figure  11.  Effect of temperature on stress-strain curves of modified polyurethane concrete

    图  12  改性聚氨酯混凝土单轴拉伸本构关系模型计算值与试验值的对比

    Figure  12.  Comparison between calculated values of constitutive relation model and experiment values for modified polyurethane concrete

    表  1  改性聚氨酯混凝土配合比

    Table  1.   Mix proportion of modified polyurethane concrete

    ComponentParticle size D/mmMass fraction/wt%Fineness modulusApparent density
    /(kg·m−3)
    Coarse aggregate
    (4.76-9.52 mm)
    4.76≤D≤9.52303.42600
    Fine aggregate
    (0.16-4.76 mm)
    0.16≤D≤0.6217.82.52580
    0.62≤D≤2.3520
    2.35≤D≤4.7616.8
    Modified polyurethane binder15.2
    Catalyst 0.2
    下载: 导出CSV

    表  2  改性聚氨酯混凝土单轴拉伸试验方法效果对比

    Table  2.   Effect comparison of uniaxial tensile experiment method for modified polyurethane concrete

    NumberExperimental methodDiagramThickness wSpecimen failureDamage featureReference
    LS-1End bond tensile
    dumbbell-shaped specimen
    w=75 mmCracks mostly occur at the loading
    end and finally destroyed
    [24-25]
    LS-2End bond tensile
    dumbbell-shaped specimen with circular arc edge
    (bolts added)
    w=75 mmSpecimens are broken
    in the middle without obvious
    stress concentration
    New design
    Note: ϕ—Diameter of the steel bar.
    下载: 导出CSV

    表  3  改性聚氨酯混凝土单轴拉伸试验结果

    Table  3.   Results of uniaxial tensile experiment for modified polyurethane concrete

    Temperature/℃Tensile strength/MPaPeak strain/%Elastic modulus/GPaFracture energy density/(N·mm−2)Compressive strength/MPa[9]
    −10 10.28 0.0681 16.86 3.304 81.78
    0 10.80 0.0690 16.16 3.929 81.83
    15 9.79 0.0958 11.93 4.247 58.87
    40 5.87 0.1432 6.23 5.561 39.50
    60 3.95 0.4967 1.21 12.843 20.91
    下载: 导出CSV

    表  4  不同温度下的改性聚氨酯混凝土拉压比

    Table  4.   Tensile-compression ratio of modified polyurethane concrete at different temperatures

    Temperature/℃Tensile
    strength
    /MPa
    Compressive
    strength/MPa
    Splitting tensile
    strength/MPa
    Tension-compression
    ratio W1/%
    Tension-compression
    ratio W2[32]/%
    Relative error/%
    −10 10.28 86.67 8.24 11.86 9.51 19.81
    0 10.80 79.62 7.93 13.56 9.96 26.55
    15 9.79 71.93 7.11 13.61 9.88 27.40
    40 5.87 42.97 4.77 13.66 11.1 18.74
    60 3.95 26.19 2.67 15.08 10.19 32.43
    下载: 导出CSV

    表  5  改性聚氨酯混凝土5组温度下与温度相关的上升段参数aTbT的拟合值

    Table  5.   Fitting values of aT and bT of modified polyurethane concrete under five groups of temperatures

    Temperature/°C aT bT
    −10 1.30 1.06
    0 1.00 1.00
    15 1.19 0.98
    40 0.51 1.23
    60 0.37 1.36
    下载: 导出CSV
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  • 收稿日期:  2022-09-16
  • 修回日期:  2022-10-25
  • 录用日期:  2022-11-12
  • 网络出版日期:  2022-11-25
  • 刊出日期:  2023-08-15

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